xx工地实习日志及工作总结及英文翻译.docx

XX 工地实习日志及工作总结及英文翻译 3 月 12 日 雨 由于下大雨工地还是停工，今天还是学习一些规范资 料，主要学建筑的放线。建筑物的放线就是根据建筑物的 主轴线控制点或其他控制点，首先将建筑物的外墙轴线交 点测设到实地上，并用木桩固定，桩顶钉上小钉作为标志， 然后测设其他各轴线交点位置，再根据基础宽度和放坡标 出基槽干挖线边界。在建筑的外墙轴线基础上，再根据建 筑物平面图，将建筑物其他轴线测出来，测设的方法如图 所示： 在角点(外墙轴线交点)上设站，用经纬仪定向，用钢 尺量矩，依次定出各轴线与 A 轴线和 D 轴线的交点， 然后定出 B 轴线和 C 轴线与轴和轴的交点，这里特别 要注意的是，用经纬仪定向时，最好用倒镜检查一下，用 钢尺量矩时，钢尺零端要始终对在同一点上，切忌测量一 段距离钢尺的零端移动一次。 1 3 月 14 日 晴 由于裙楼只有 34 层，所以基础开挖深度也较少，桩 数也比较少。由于承台较浅，挖方量也较少，所以都已经 挖好。砂浆砖胎模也都已砌好。今天开始浇筑一部分垫层， 先用原来开挖的土回填夯实，然后铺一层细砂，然后再铺 一层鹅卵石，最后铺一层混凝土。填土时应先清楚基底的 树根、积水、淤泥和有机杂质，并分层回填，压实。填土 应尽量采用同类土填筑。如采用不同类填料分层填筑时， 上层宜填筑透水性较小的填料，下层用大的。填方施工应 接近水平的分层填筑，当填方位于倾斜的地面时，应先将 斜坡挖成阶梯状，然后分层填筑，以防填土横向移动。分 段填筑时，每层接缝处应做成斜坡形，与辗连重叠米。 上下层错缝距离不应小于 1 米。 2 3 月 15 日 雨 今天雨已经转小，工地的承台坑集了很多水，还不能 施工，主要都是在抽水，有些承台坑还没有挖的还可以挖， 砍桩也在继续。 今天主要学习一些土方开挖的注意事项， 主要有： 1. 开挖过程中，严格控制开挖尺寸，基坑底部的开挖 宽度要考虑工作面的增加宽度，并在开挖过程中试打钎， 避免大面积的二次开挖。施工时尽力避免基底超挖，个别 超挖的地方经设计单位给出方案用级配砂石回填。 2. 尽量减少对基土的扰动，若基础不能及时施工时， 可预留 200300mm 土层不挖，待作基础时再挖。 3. 开挖基坑时，有场地条件的，一次留足回填需要的 好土，多余土方运到弃土处，避免二次搬运。 4. 土方开挖时，要注意保护标准定位桩、轴线桩标准 高程桩。要防止邻近建筑物的下沉，应预先采取防护措施， 并在施工过程中进行沉降和位移观测。 3 3 月 16 日 阴 今天主要学习一些建筑物基础施工测量的知识。 一、 基槽开挖深度的控制，就是在基槽开挖到一定深 度时，要适时地测设一些高程控制桩，以指导施工。具体 做法是：用水准仪在槽壁上测设一些水平的木桩，使各木 桩的上表面离槽底的设计标准为一固定值。 二、 基础垫层弹线，垫层打好以后，根据轴线控制桩 或者龙门板上的中心钉，墙边或基础边线等标志，用经纬 仪把上述轴线投测到垫层面上，也可通过吊线锤拉线投测， 然后在垫层上用墨线弹出墙边线和基础边线，由于这些线 使基础施工的基准线，此项工作非常重要，不能又半点差 错，弹线后要严格进行校核。 三、 基础标高控制。建筑物基础的高程控制使用基础 皮杆来控制的。基础皮数杆使一根木制的杆子，在杆上事 先按设计尺寸将砖灰缝厚度画出线条，并标明0，防潮层 等的标高位置。 四、 基础面标高检查。基础施工结束以后，一定要检 查基础面是否水平，其标高是否达到设计要求，检查方法 是在基础上适当位置安置水准仪，分别在基础的四角和其 他轴线交点竖立水准尺，若水准仪的各处水准标尺的续数 一样，则说明基础面水平，否则哪处标尺读数小就说明哪 处高，说明基础面低。 五、 基础面直角的检查。因为一般的建筑物都呈矩形， 所以基四角应为直角。具体检查方法：在轴线(或墙边线) 四周交点上安 4 置经纬仪，以一个边的轴线(或墙线)定向，测定另一 个边上的轴线(或墙边线)之间的夹角。 3 月 17 日 睛 今天主要参加积水坑放线，施工员为了放线的方便， 在支护结构做好以后放各轴线标到支护结构的水平支撑钢 管上，这样在以后的放线过程中就可以直接根据钢管上已 经标注的轴线量取。 放线就是把图上的放到施工工地现场， 根据各点到轴线的距离直接量取，但根据施工现场的具体 情况还可能要做一些调整，放出来的线可能和图上不完全 一样。这次积水坑就和图纸上不一样，设计上其中一个积 水坑尺寸为 150015001300，但实际上为做垫层，防水 层等，就得扩大尺寸，而且积水坑开挖的形状也不是图纸 上的长方体，实际上是上下底不一样的，上底大于下底， 以后再立模和地下室底板一起浇筑混凝土。最终才形成图 纸上的长方体，这样做是为了防止应力集中。 5 3 月 18 日 雨 今天雨下很大，工地不能实施，所以今天主要在办公 室学习图纸和一些规范等的资料。由于看不到工地最初的 线是怎么放的，所以就学习建筑物最初是怎么定位的。 建筑物都是由若干条轴线组成的，其中有一条主轴线， 只要定出主轴线的位置就可以根据主轴线定出其他的轴线。 主轴线的测设方法应根据设计要求和现场条件而定， 一般有以下四种方法： 根据建筑红线测设主轴线，限制建筑物边界位置的 界线称为建筑红线，建筑红线一般与道路中心线相平行。 根据道路中心线测设主轴线。 根据原有建筑物测设主轴线，这种方法多用在现有 建筑群内新建或扩建。 根据控制点测设建筑物的主轴线。 建筑场地上已布设有控制点，又知道了拟建建筑物轴 线点的坐标，就可以根据控制点测设建筑物主轴线。 6 3 月 19 日 雨 由于下大雨工地还是停工，今天还是学习一些规范资 料，主要学建筑的放线。建筑物的放线就是根据建筑物的 主轴线控制点或其他控制点，首先将建筑物的外墙轴线交 点测设到实地上，并用木桩固定，桩顶钉上小钉作为标志， 然后测设其他各轴线交点位置，再根据基础宽度和放坡标 出基槽干挖线边界。在建筑的外墙轴线基础上，再根据建 筑物平面图，将建筑物其他轴线测出来，测设的方法如图 所示： 在角点(外墙轴线交点)上设站，用经纬仪定向，用钢 尺量矩，依次定出各轴线与 A 轴线和 D 轴线的交点， 然后定出 B 轴线和 C 轴线与轴和轴的交点，这里特别 要注意的是，用经纬仪定向时，最好用倒镜检查一下，用 钢尺量矩时，钢尺零端要始终对在同一点上，切忌测量一 段距离钢尺的零端移动一次。 7 3 月 20 日 晴 由于裙楼只有 34 层，所以基础开挖深度也较少，桩 数也比较少。由于承台较浅，挖方量也较少，所以都已经 挖好。砂浆砖胎模也都已砌好。今天开始浇筑一部分垫层， 先用原来开挖的土回填夯实，然后铺一层细砂，然后再铺 一层鹅卵石，最后铺一层混凝土。填土时应先清楚基底的 树根、积水、淤泥和有机杂质，并分层回填，压实。填土 应尽量采用同类土填筑。如采用不同类填料分层填筑时， 上层宜填筑透水性较小的填料，下层用大的。填方施工应 接近水平的分层填筑，当填方位于倾斜的地面时，应先将 斜坡挖成阶梯状，然后分层填筑，以防填土横向移动。分 段填筑时，每层接缝处应做成斜坡形，与辗连重叠米。 上下层错缝距离不应小于 1 米。 8 3 月 21 日 雷阵雨 今天雨已经转小，工地的承台坑集了很多水，还不能 施工，主要都是在抽水，有些承台坑还没有挖的还可以挖， 砍桩也在继续。 今天主要学习一些土方开挖的注意事项， 主要有： 1. 开挖过程中，严格控制开挖尺寸，基坑底部的开挖 宽度要考虑工作面的增加宽度，并在开挖过程中试打钎， 避免大面积的二次开挖。施工时尽力避免基底超挖，个别 超挖的地方经设计单位给出方案用级配砂石回填。 2. 尽量减少对基土的扰动，若基础不能及时施工时， 可预留 200300mm 土层不挖，待作基础时再挖。 3. 开挖基坑时，有场地条件的，一次留足回填需要的 好土，多余土方运到弃土处，避免二次搬运。 4. 土方开挖时，要注意保护标准定位桩、轴线桩标准 高程桩。要防止邻近建筑物的下沉，应预先采取防护措施， 并在施工过程中进行沉降和位移观测。 9 3 月 22 日 多云 经过几天的雨天之后，终于晴天了。基坑中的水也基 本抽干了，工地施工也进入正常状态。由于过去几天的大 雨，而且基坑下的土大多为淤泥质土，吸水性较强，有较 多的水份进入承台坑旁边的土中，使侧土压力增大，而且 砖胎模还未达到足够的强度，使砖胎模产生较开裂，所以 不得使用监时做加固措施。加固的方式很简单，就是用几 根木头顶住。趁此机会就学习一些有关塌方的知识。 造成土壁塌方的原因主要有以下几点： 1. 边坡过陡，使土体稳定性不够，而引起塌方现象。 2. 雨水、地下水渗入基坑，使土体泡软，重量增大及 抗剪能力降低，这是造成塌方的主要原因。 3. 基坑上边边缘附近大量堆土或停放机具、材料，或 由于动荷载的作用，使土体中的剪力超过土体的抗剪强度。 4. 土方开挖顺序、方法因遵循“从上往下，分层开挖;开 槽支撑，先撑后挖”的原则。 10 3 月 23 日 阴 今天参加桩的沉降观测。施工员在工地开工的时候就 在附近的固定物上引入了标高基准点，施工现场的各种标 高都是根据这个标高基准点来控制的，沉降量时根据测得 桩顶到基准点的高差变化来确定的。基坑的四周已经根据 设计定好的若干个沉降观测点，将水准仪中心对准沉降观 测点，求其平均标高，再测得桩顶的相对标高，就可以求 得桩顶到已知点的高度。将其与上次测的高度差比较就可 以求出沉降量了。 11 3 月 24 日 雨 今天从早上到晚上一直下雨不停，所以今天由于天气 的原因，没有去施工现场。我则在会议室看图纸，然后又 看了看施工的资料。到了下午，理解了钢结构方面的要求， 其中验收包括五方面：1、施工管理，包括了设计、制作、 安装、质量、协调;2、原材料，包括主材、辅材和连接件; 3、制作，包括制作工艺、制作方案、制作人员的素质、制 作设备;4、现场安装，包括施工组织、专项方案、特殊工 种、材料设备、检测仪器，如焊缝、接头至少要满足规范 设计要求标准;5、资料，分为制作资料和安装资料，如试 验报告、复验报告、材料合格证书和质量证书。还有就是 指出了长城杯验收不能通过的原因往往有三类：设计不合 理，工期苛刻以及资金不到位。首先在设计方面，设计单 位的设计往往过于理想化，若不再结合实际施工现场进行 了深入的设计，即对原设计进行了优化，很容易使施工无 法满足或完成设计。设计和施工不能很好结合主要体现在 节点上，设计中的不合理主要表现在应力集中或节点焊缝 过多变形无法控制。而优化好坏在施工单位，施工方案要 科学可行。深化设计要保证在安全的条件下越简单越好， 要便于施工，安装难度的降低才能保证工期和质量。其次 在工期和资金方面，施工单位要对业主进行了考核，要拒 绝三边工程不合理的工期要求以及底价要求。 12 3 月 25 日 晴 今天的工作，还是现场检查。问题：一、模板拆除过 晚造成与砼的紧密连接无法取下。在拆除时时间一定要掌 握好。过早拆除会产生缺棱角或坍塌事故，拆除过晚会使 模板与砼过分黏结无法拆除。二、砼的标高不满足要求。 在现场许多楼梯的高度与其它层的高度明显不同，是由于 砼浇筑过多，没有及时铲出的结果或是支模板时标高就有 问题。领导下命令将有高出的部分全部人工除掉，于是工 地到处“叮叮铛铛”的声音，将高出的砼凿至设计标高。 在场地中还存在许多问题，接下来修补工作还有很多。 13 外文翻译 Talling building and Steel construction Although there have been many advancements in building construction technology in general. Spectacular archievements have been made in the design and construction of ultrahigh-rise buildings. The early development of high-rise buildings began with structural steel concrete and stressed-skin tube systems have since been economically and competitively used in a number of structures for both residential and commercial high-rise buildings ranging from 50 to 110 stories that are being built all over the United States are the result of innovations and development of new structual systems. Greater height entails increased column and beam sizes to make buildings more rigid so that under wind load they will not sway beyond an acceptable lateral sway may cause serious recurring damage to partitions, other architectural details. In addition,excessive sway may cause discomfort to the occupants of the building because their perception of such systems of reinforced concrete,as well as steel,take full advantage of inherent potential stiffness of the total building and therefore require additional stiffening to limit the sway. In a steel structure,for example,the economy can be defined in terms of the total average quantity of steel per square foot of floor area of the A in Fig .1 represents the average unit weight of a conventional frame with increasing numbers of stories. Curve B represents the average steel weight if the frame is protected from all lateral loads. The gap between the upper boundary and the lower boundary represents the premium for height for the traditional column-and-beam engineers have developed structural systems with a view to eliminating this premium. Systems in steel. Tall buildings in steel developed as a result of several types of structural innovations. The innovations have been applied to the construction of both office and apartment buildings. Frame with rigid belt trusses. In order to tie the exterior columns of a frame structure to the interior vertical trusses,a system of rigid belt trusses at mid-height and at the top of the building may be used. A good example of this system is the First Wisconsin Bank Building(1974) in Milwaukee. Framed tube. The maximum efficiency of the total structure of a tall building, for both strength and stiffness,to resist wind load can be achieved only if all column element can be connected to each other in such a way that the entire building acts as a hollow tube or rigid box in projecting out of the ground. This particular structural system was probably used for the first time in the 43-story reinforced concrete DeWitt Chestnut Apartment Building in Chicago. The most significant use of this system is in the twin structural steel towers of the 110-story World Trade Center building in New York Column-diagonal truss tube. The exterior columns of a building can be spaced reasonably far apart and yet be made to work together as a tube by connecting them with diagonal members interesting at the centre line of the columns and beams. This simple yet extremely efficient system was used for the first time on the John Hancock Centre in Chicago, using as much steel as is normally needed for a traditional 40-story building. Bundled tube. With the continuing need for larger and taller buildings, the framed tube or the column-diagonal truss tube may be used in a bundled form to create larger tube envelopes while maintaining high efficiency. The 110-story Sears Roebuck Headquarters Building in Chicago has nine tube, bundled at the base of the building in three rows. Some of these individual tubes terminate at 1 different heights of the building, demonstrating the unlimited architectural possibilities of this latest structural concept. The Sears tower, at a height of 1450 ft(442m), is the worlds tallest building. Stressed-skin tube system. The tube structural system was developed for improving the resistance to lateral forces (wind and earthquake) and the control of drift (lateral building movement ) in high-rise building. The stressed-skin tube takes the tube system a step further. The development of the stressed-skin tube utilizes the fa?ade of the building as a structural element which acts with the framed tube, thus providing an efficient way of resisting lateral loads in high-rise buildings, and resulting in cost-effective column-free interior space with a high ratio of net to gross floor area. Because of the contribution of the stressed- skin fa?ade, the framed members of the tube require less mass, and are thus lighter and less expensive. All the typical columns and spandrel beams are standard rolled shapes,minimizing the use and cost of special built-up members. The depth requirement for the perimeter spandrel beams is also reduced, and the need for upset beams above floors, which would encroach on valuable space, is minimized. The structural system has been used on the 54-story One Mellon Bank Center in Pittburgh. Systems in concrete. While tall buildings constructed of steel had an early start, development of tall buildings of reinforced concrete progressed at a fast enough rate to provide a competitive chanllenge to structural steel systems for both office and apartment buildings. Framed tube. As discussed above, the first framed tube concept for tall buildings was used for the 43-story DeWitt Chestnut Apartment Building. In this building ,exterior columns were spaced at () centers, and interior columns were used as needed to support the 8-in . -thick (20-m) flat-plate concrete slabs. Tube in tube. Another system in reinforced concrete for office buildings combines the traditional shear wall construction with an exterior framed tube. The system consists of an outer framed tube of very closely spaced columns and an interior rigid shear wall tube enclosing the central service area. The system (Fig .2), known as the tube-in-tube system , made it possible to design the worlds present tallest (714ft or 218m)lightweight concrete building ( the 52-story One Shell Plaza Building in Houston) for the unit price of a traditional shear wall structure of only 35 stories. Systems combining both concrete and steel have also been developed, an examle of which is the composite system developed by skidmore, Owings by 1819 angle irons were rolled; and in 1849 the first I beams, feet () long , were fabricated as roof girders for a Paris railroad station. Two years later Joseph Paxton of England built the Crystal Palace for the London Exposition of 1851. He is said to have conceived the idea of cage construction-using relatively slender iron beams as a skeleton for the glass walls of a large, open structure. Resistance to wind forces in the Crystal palace was provided by diagonal iron rods. Two feature are particularly important in the history of metal construction; first, the use of latticed girder, which are small trusses, a form first developed in timber bridges and other structures and translated into metal by Paxton ; and second, the joining of wrought-iron tension members and cast-iron compression members by means of rivets ed while hot. In 1853 the first metal floor beams were rolled for the Cooper Union Building in New York. In the light of the principal market demand for iron beams at the time, it is not surprising that the Cooper Union beams closely resembled railroad rails. The development of the Bessemer and Siemens- Martin processes in the 1850s and 1860s suddenly open the way to the use of steel for structural purpose. Stronger than iron in both tension and compression ,the newly available metal was seized on by imaginative engineers, notably by those involved in building the great number of heavy railroad bridges then in demand in Britain, Europe, and the A notable example was the Eads Bridge, also known as the St. Louis Bridge, in St. Louis (1867- 1874), in which tubular steel ribs were used to form arches with a span of more than 500ft (). In Britain, the Firth of Forth cantilever bridge (1883-90) employed tubular struts, some 12 ft () in diameter and 350 ft (107m) long. Such bridges and other structures were important in leading to the development and enforcement of standards and codification of permissible design stresses. The lack of adequate theoretical knowledge, and even of an adequate basis for theoretical studies, limited the value of stress analysis during the early years of the 20th century,as iccasionally failures,such as that of a cantilever bridge in Quebec in 1907, failures were rare in the metal-skeleton office buildings;the simplicity of their design proved highly practical even in the absence of sophisticated analysis techniques. Throughout the first third of the century, ordinary carbon steel, without any special alloy strengthening or hardening, was universally used. The possibilities inherent in metal construction for high-rise building was demonstrated to the world by the Paris Exposition of which Alexandre-Gustave Eiffel, a leading French bridge engineer, erected an openwork metal tower 300m (984 ft) high. Not only was the height- more than double that of the Great Pyramid- remarkable, but the speed of erection and low cost were even more so, a small crew completed the work in a few months. The first skyscrapers. Meantime, in the United States another important development was taking place. In 1884-85 Maj. William Le Baron Jenney, a Chicago engineer , had designed the Home 3 Insurance Building, ten stories high, with a metal skeleton. Jenneys beams were of Bessemer steel, though his columns were cast iron. Cast iron lintels supporting masonry over window openings were, in turn, supported on the cast iron columns. Soild masonry court and party walls provided lateral support against wind loading. Within a decade the same type of construction had been used in more than 30 office buildings in Chicago and New York. Steel played a larger and larger role in these , with riveted connections for beams and columns, sometimes strengthened for wind bracing by overlaying gusset plates at the junction of vertical and horizontal members. Light masonry curtain walls, supported at each floor level, replaced the old heavy masonry curtain walls, supported at each floor level , replaced the old heavy masonry. Though the new construction form was to remain centred almost entirely in America for several decade, its impact on the steel industry was worldwide. By the last years of the 19th century, the basic structural shapes-I beams up to 20 in. ( ) in depth and Z and T shapes of lesser proportions were readily available, to combine with plates of several widths and thicknesses to make efficient members of any required size and strength. In 1885 the heaviest structural shape produced through hot- rolling weighed less than 100 pounds (45 kilograms) per foot; decade by decade this figure rose until in the 1960s it exceeded 700 pounds (320 kilograms) per foot. Coincident with the introduction of structural steel came the introduction of the Otis electric elevator in 1889. The demonstration of a safe passenger elevator, together with that of a safe and economical steel construction method, sent building heights soaring. In New York the 286-ft () Flatiron Building of 1902 was surpassed in 1904 by the 375-ft (115-m) Times Building ( renamed the Allied Chemical Building) , the 468-ft (143-m) City Investing Company Building in Wall Street, the 612- ft (187-m) Singer Building (1908), the 700-ft (214- m) Metropolitan Tower (1909) and, in 1913, the 780- ft (232-m) Woolworth Building. The rapid increase in height and the height-to- width ratio brought problems. To limit street congestion, building setback design was prescribed. On the technical side, the problem of lateral support was studied. A diagonal bracing system, such as that used in the Eiffel Tower, was not architecturally desirable in offices relying on sunlight for illumination. The answer was found in greater reliance on the bending resistance of certain individual beams and columns strategically designed into the skeletn frame, together with a high degree of rigidity sought at the junction of the beams and columns. With todays modern interior lighting systems, however, diagonal bracing against wind loads has returned; one notable example is the John Hancock Center in Chicago, where the external X-braces form a dramatic part of the structures fa?ade. World War I brought an interruption to the boom in what had come to be called skyscrapers (the origin of the word is uncertain), but in the 1920s New York saw a resumption of the height race, culminating in the Empire State Building in the 1931. The Empire States 102 stories (1,250ft. ) were to keep it established as the hightest building in the world for the next 40 years. Its speed of the erection demonstrated how thoroughly the new construction technique had been mastered. A depot across the bay at Bayonne, , supplied the girders by lighter and truck on a schedule operated with millitary precision; nine derricks powerde by electric hoists lifted the girders to position; an industrial-railway setup moved steel and other material on each floor. Initial connections were made by bolting , closely followed by ri